Soft Soil Behaviour Stabilized by Fly Ash with Natural Fiber ...

International Journal of Applied Environmental Sciences

ISSN 0973-6077 Volume 11, Number 6 (2016), pp. 1523-1535

© Research India Publications

http://www.ripublication.com

Soft Soil Behaviour Stabilized by Fly Ash with Natural Fiber Reinforcement as Landfill Cover Layer

Sukiman Nurdin1, Lawalenna Samang2, Johannes Patanduk3, Dan Tri Harianto4

1Doctoral Student, Civil Engineering Department

2Professor, Civil Engineering Department,

3 Associate Professor, Civil Engineering Department,

4 Associate Professor, Civil Engineering Department, Hasanuddin University,

1-4Hasanuddin University, Jalan Perintis Kemerdekaan Km. 10 Makassar, Sulawesi Selatan, Indonesia.

Abstract

Practice use of compacted clay liners as a landfill cover system is a choice of

alternative materials that are widely used in almost all the existing landfill

system in Indodonesia and in the world. In addition to the relatively low cost

of procurement is also available in almost all regions in Indonesia. However,

alternative reliable overburden landfills has not been much discussed and

researched. The purpose of this study is to design an ideal final cover layer

landfill technically and mechanically. The results showed that the addition of

fly ash and palm oil fiber (POF) between 10% of fly ash and 1.0% of POF

can enhance the mechanical value of soils. the compressive strength of soils

increase from 39.4 kPa to 89.0 kPa or rose by 129%, decreasing the value

of soil hydraulic conductivity is to be 1,2x10-7 from the initial value of

1,17x10-6 or decreased by 850.4%, increase in soil friction angle of 8.55° to 24

°, and lowering the soil liquid limit of 33.48% to 24.5%, decreasing of

swelling potential of 8 % to only 1.5% at the end of the wetting cycle, reduce

the crack intensity factor (CIF) from 1.96% to zero cracks. Mechanical

behavior is heavily influenced by the nature of fly ash which has of a small

mailto:[email protected]



1524 Sukiman Nurdin, Lawalenna Samang, Johannes Patanduk & Dan Tri Harianto

water absorption and change the water in the soil for the pozzolanic reaction

and produce calcium hydrate silica (CSH), in which the reaction is to form

granules (binder) in the soil so that the soil becomes dense and hard, while

palm oil fiber have cellulose and lignin as dominant compounds that tend to

have high water absorption but serves to strengthen the fiber tensile force

between the fibers and the soils surface due to adhesion forces so that the soil

is not easily collapse and reduce the potential shrinkages and cracking of the

soils.

Keywords: Natural fibers, fly ash, soft clay, landfill, crack, hydraulic

conductivity.

INTRODUCTION Cracks behavior of natural clay used as Compacted clay liners (CCL) is the main

problem of the structure of clay. because it will lead to cracks in the overburden

landfills. and consequently will reduce the sealing function of the cover layer

dramatically. From the standpoint of engineering, landfill cover materials must have

sufficient technical properties, such as low hydraulic conductivity, sufficient

compressive strength, high tensile strength, and flexibility. The drying process will

lead to the behavior of cracks in clay soil will cause the surface of the liquid migrating

into landfills causing increased liquid and gaseous waste. In the end the potential for

contamination of soil and ground water will increase [14].

Currently there are several possibilities in the use of other materials to improve the

performance of the clay as a hydraulic barrier in landfills. Research to design a cover

liners that is ideal in landfills, which is to analyze the mechanical behavior of soft

soil, the behavior and development of shrinkage and cracking of soft soil, stabilized

fly ash and reinforcement fibers whether it can increase the capacity of soft soils as

final cover landfill, it also makes models of laboratory hydraulic conductivity of soil

stabilization fly ash and fiber in its effectiveness to retain surface run on and leachate

from the landfill.

MATERIAL AND METHODS A. Materials Used. Kalukubula clay soil is taken from south area of Palu City Central Celebes, while the

fly ash is taken from coal combustion in steam power plant in north area of Palu

City. The Palm oil fibers is taken from Crude Palm Oil Company PT. Pasangkayu at

North Mamuju distric. the fibers extracted by retting process (Figure 1). Fiber cut to

the required length from 15mm to be mixed with the soil and fly ash.

Soft Soil Behaviour Stabilized by Fly Ash with Natural Fiber Reinforcement… 1525

(a) (b)

Figure 1: (a) Palm Oil Fruit, (b) Palm oil fiber

B) Laboratory Equipment. Tensile testing machine universal Instron 3367, Scanning Electron Microscope

(SEM), Energy Diespersive Spectroscopy (EDS, The X-ray Diffraction (XRD),

Moulds specimen, Standard Proctor test, Direct Shear test, Sieve Analysis test,

Hydrometer test, Atterberg test, Conpression unconfined test, Model of swellling and

cracking potential test and hydraulic conductivity model test

Figure 2: Model Of Swellling and Cracking Potential Test


1. Compressor. 2. Pressure meter. 3. controlled valve. 4. Displacement. 5. water, (h3 =10 cm). 6. Cover bolt hole for digital suction... 7. Soils, (h2 = 10 cm). 8. Air Chamber, (h1 = 15 cm). 9. water pipe 10. Picnometer. 11. foot 12. Sample tubes (d 1 = 25 cm, h2 = 10 cm). 13. Cylinder tube (d2 = 30 cm, h = 60 cm). 14. Cover bolt top and bottom (s = 35 cm). 15. Clamp bolt. 16. pore bolt, below and above the sample

Figure 3: Model of Unsaturated Hydraulic Conductivity Pressurmeter Test

RESULTS AND DISCUSSION Soils Properties The soil classification according to USCS is clay with low plasticity. Soils properties

in laboratory testing conducted to obtain the physical and mechanical properties of the

soil result: Specific Gravity (Gs) = 2,68 (ASTM D-854-92); liquid limit (LL) =

33,48%; plastic limit (PL) = 19,51%; plasticity index (PI) = 13,97% (ASTM D-4318-

95); grain size distribution (ASTM D-422-93) be obtained: sand = 48,4%; silty =

32,6%; clay = 19%. Proctor standard test (ASTM D-1557-91) obtained maximum

dry density (γdry max) 1,97 kN/m3 and the optimum water content (wopt) 11,10%.

Chemical composition: Si O2 = 67%, Fe3 O4 = 1,5%, Fe2 O3 = 2,2%, Ti O2= 2,4%, Na

( Al Si3 O8 ) = 17%, and Ca ( Al2 Si2 O8 ) = 10,0%. Based on ASTM C618-92a 9

(ASTM 2008) which SiO2 + Al2O3 + Fe2O3 = 68,9% less than 70%. Based on the

above characteristics, then the physical properties and chemical compound content of

soils test results for this study indicate that soils itself have pozzolanic materials.

Fly Ash Properties Fly ash properties in laboratory testing conducted to obtain the physical and

mechanical properties of the soil result: Specific Gravity (Gs) = 2,36 (ASTM D-854-

92); plasticity = non plastic. Proctor standart tes (ASTM D-1557-91) obtained

maximum dry density (γdry max) 1,52 kN/m3 and the optimum water content (wopt)

20,0%. Chemical composition: Si O2 = 62%, Ca O2 = 4,7%, Al2.4 Si0.6 O4.8 = 19%,

Mg Si O3 = 7%, ( Fe2 Mg ) O4 = 3,7% and Fe3 O4 = 3,1%. Based on ASTM C618-

92a 9 (ASTM 2008) including a class C fly ash, which SiO2 + Al2O3 + Fe2O3 =

85.8% with ≥ 70%. Based on the above characteristics, then the physical properties

3

h3 h2

h1

12 s d2

h

6

8

7 6 5

4 2

d1

h4

9 10

1

11

13

14

15 16


and chemical compound content of fly ash test results for this study indicate well as

pozzolanic materials.

Fiber Properties The properties of fiber are diameter (mm) = 0,20-0,50, density (g/mm3) = 0,7-1,55.,

tensile strength (Mpa) = 24,52-34,32., elongation at break (%) = 6,5, water absorption

(%) = 20-30%. Chemical composition [1] : cellulose = 65%, lignin = 19% and ash

content = 2%.

Proctor Standar Test Results

Figure 4: Relationship of Dry density with variation of mix soils-fiber-fly ash

Figure 5: Relationship of OMC with variation of mix soils-fiber-fly ash

In the figure 4 and 5 shows that the optimal addition of fly ash and POF is located

between 10% fly ash and 0.5% POF. When the percentage of fly ash is added to 20%,

then the tendencies of dry density of soil decreases, however it increases the OMC.

Conversely when the percentage of POF increased to 1%, the OMC is still stable, but

when POF reached to 2% showed a decreasing trend of dry density and rising OMC.

This suggests that the interaction between the fly ash with water pushing pozzolan

reaction thus increasing the strength of the soil at the optimum percentage of fly ash.

1.900

1.920

1.940

1.960

1.980

2.000

2.020

0 5 10 15 20 25

Dry

De

nsi

ty(g

r/cm

3)

Fly Ash Content (%)

POF= 2%"

POF= 1%

POF= 0,5%

POF= 0%

0 5 10 15 20 25

9.00

10.00

11.00

12.00

13.00

14.00

Fly Ash (%)

OM

C (

%)

POF = 2%

POF = 1,0%

POF = 0,5%

POF = 0%


If the percentage of excess, it can lead to over absorption of water in soil pores,

thereby reducing adhesion between soil, which can cause a decrease in the strength of

the soil. Instead the addition of fiber consistently lowering the density of the soil,

caused by absorption of water from natural palm oil fibers at around 20-30% of the

weight of the fiber. So that tends to increase the water content in the soil and decrease

the dry density. According to the previous research, this results is the same as result

indicated some previous researchers (Zalipah Jamellodin, et al., (2010), Fauziah

Ahmad, (2010), Azadegan O., et al., (2012.). These results differ from synthetic fibers

(polypropylene) used by some previous researchers, that can improve dry density on a

certain percentage depending on the soil types (CAI Yi, et al., 2006, TANG

Chaosheng, et al., 2011, Kumar, et al., 2007, Tri Harianto et al, 2008).

Unconfined Compressios Test Results The results of unconfined compression test show in figure 6 below.

Figure 6: Relationship Of UCT Strength with variation of mix soils-fiber-fly ash

The result of mix Soil-fiber-Fly ash in unconfined compressive strength test showed

that peak increase in compressive strength is at 10% of the composition of fly ash.

However, peak compressive strength obtained on the addition of fiber 2% and 20%

fly ash that is 86.27 kPa or increase to 128% from the initial f 37.84 kPa. These

results indicate that the combination of soil mix with fly ash and fibers provide the

ideal solution to the increase in the compressive strength compare to just mix the soil

with fiber or fly ash alone. Which in this case fly ash serves to react with water in

(cementation process) to form a solid granules. While the fibers serve to reinforce the

interlocking forces between the fiber and the soil surface as adhesion properties so

that the soil is not easily collapse.

0.00

10.00

20.00

30.00

40.00

50.00

60.00

70.00

80.00

90.00

0.00 2.00 4.00 6.00

UC

T St

rngt

h (

kPa)

Strain %

S1=0%FA+0%POF

S6=5%FA+0,5%POF

S7=10%FA+0,5%POF

S8=20%FA+0,5%POF

S10=5%FA+1,0%POF

S11=10%FA+1,0%POF

S12=20%FA+1,0%POF

S14=5%FA+2%POF

S15=10%FA+2%POF

S16=20%FA+2%POF


Hydraulic conductivity test results Hydraulic conductivity test results of the mix of soils-fiber-fly ash show in Figure 7.

Figure 7: Relationship Of Hydraulic Cconductivity of Mix Soils-Fiber-Fly Ash.

As the result show that generally fly ash can decrease the hydraulic conductivity of

the soils. However, fiber tend to increase the value of the soils conductivity. The

hydraulic cobductivity of Soil-fiber-fly ash mixture is lowest at 0.5% fiber and 20%

fly ash that is about 1,2x10-7 cm/sec, Where it was fell by 850.4% of the initial value

of 1,17x10-6 cm/sec. The behaviour of fiber in soils according the hydraulic

conductivity value is that the natural fibers having water absorption behaviour about

20-30%. This behaviour will increase the value soils plasticity, when the soils

plasticity rate hikes tend to raise the value of the hydraulic conductivity. While the

decline in the value of conductivity at the addition of fly ash due to the nature of fly

ash which has a smoothness and roughness of particles that can fill the voids in the

soil, as the results can change the pore volume of the soils to becomes smaller.

Wetting and Drying Cycles Test Model Results Results of wetting and drying cycles test model show in figure 8 and 9.

Figure 8: Measured Of Swelling Potential in Wetting Cycles

0

5

10

15

20

25

1.00.E-07 1.00.E-06 1.00.E-05

FLY

ASH

Co

nte

nt

(%)

k (cm/det)

POF = 0%

POF = 0,5%

POF = 1,0%

POF = 2,0%

0

5

10

15

20

0 1 2 3 4 5

Swel

ling

(ΔV

)(%

)

Wetting Cycle (days)

S1=0%FA+0%POF

S6=5%FA+0,5%POF

S7=10%FA+0,5%POF

S8=20%FA+0,5%POF

S10=5%FA+1%POF

S11=10%FA+1%POF

S12=20%FA+1%POF

S14=5%FA+2%POF

S15=10%FA+2%POF

S16=20%FA+2%POF


Figure 9: Measured Of Crack Intensity Factor (CIF) in Drying Cycles

Swelling potential of the soil mixture with fiber and fly ash showed that all soil

samples tend to be below the swelling potential of the natural soils. In terms of

sweeling potential of soils influenced by fly ash can be reduced, meanwhile fiber

tend to increase the swelling potensial of the soils. The higher swelling occurred at

samples with 2% fiber content that is potentially swell between 3% to 6% depending

on the percentage of fly ash, while the percentage of fiber 0.5% and 1% has the

potential to swell between 2.5% to 5.5%. CIF results as shown Figure 6 that the mix

of soils-fiber-fly ash have a significant impact on reducing the cracking potential.

Where only three samples from nine samples have cracks, and even then only a very

small developing cracks that CIF = ± 1% at the end of the drying cycle. The higher

CIF abou 1,06% was occur in the percentage of fiber = 5% and fly ash = 5%. These

behaviors can be concluded that a large percentage of added fiber and fly ash, the

greater influence to reduce CIF. These results show that the soils-fiber has a high

ability to withstand tensile force of soils-fiber interface, so that the rift was minimal.

While fly ash can reduce the potential for cracking due to fly ash particle size is

smaller and has the high level of roughness, thereby potentially fill voids left by the

water due to soil drying. As a result, the potential for soil cracks can be reduced.

Mechanically Zone Of Mixed Soil-fiber-Fly Ash As Final Cover Landfill As for some of the mechanical parameter values required under a layer of soil as

landfill final cover layer, namely: 1). hydraulic conductivity must be less than or

equal to 1 x 10-5 cm / sec, for non-hazardous waste; 2). Values of crack intensity

factor (CIF) should be 0%. 3). PI = 10-15%, LL = 25-30%, 4). Another restriction

concerning density and unconfined compression strength should be rise at least over

50% of the initial value of soil. According to the analysis zones eligible criteria as

landfill final cover layer is a mixture of soil with a percentage of 10% fly ash and

1% fiber. Where mechanically mix it qualifies as the reference layer requirements as

landfill final cover.

The test results of chemical compounds of the soil stabilized by fly ash 10% and

fiber 1% as shown in Table I.

0.0000

1.0000

2.0000

3.0000

0 1 2 3 4 5

CIF

((%

)

Drying Cycle

S1=0%FA + 0%POF

S6=5%FA + 0,5%POF

S7=10%FA + 0,5%POF

S8=20%FA + 0,5%POF

S10=5%FA + 1%POF

S11=10%FA + 1%POF

S12=20%FA + 1%POF

S14=5%FA + 2%POF

S15=10%FA + 2%POF

S16=20%FA + 2%POF


Table I: Chemical Compounds of the Soil Stabilized by Fly Ash 10% and Fiber 1%

Types of Minerals Minerals Composition Content (%)

Quartz, syn Si O2 62

Mullite, syn Al4.56 Si1.44 O9.72 4

hematite HP, iron(III) oxide Fe2 O3 0,2

Rutile, syn Ti O2 4,5

Albite Na ( Al Si3 O8 ) 26

Calcium tecto-dialumodisilicate, anorthite

HP

Ca ( Al2 Si2 O8 ) 3,7

As shown in table I as results of X-Ray diffraction test that the chemical compound of

silica (Si O2) decrease from 67% to be 62%, and the compound of alumina has

increased to 26% from 17%. This results showed the fly ash hydration process in a

mixture of soil and fly ash that produce new compound of mineral calcium silica

hydrate (CSH) such as Al Si3 O8= 26%, Al2 Si2 O8 = 3,7% and Al4.56 Si1.44 O9.72 =

4%. The total amount of the new compound calcium silika is 33,7%. Calcium silica

hydrate (CSH) covers around granular soil with a slow time so that the soil becomes

solid and hard. Soil fly ash reinforced fibers can improve strength, resist deflection of

crack initiation, slow deformation and increases the resistance of the shear. Serves to

hold the fiber tensile force, increasing the shear strength between soil and fiber due

to the interaction interface palm oil fibers and fly ash absorption in the soil. Palm oil

fibers containing cellulose and lignin chemical compounds that can potentially react

with the soil and fly ash. Soil Hydraulic Conductivity Model Unsaturated hydraulic conductivity testing with the air pressure is performed at

optimal fiber content of 1.0% and 10% fly ash by a mechanical criteria zone in the

previous test. With a value of 95% soils density. The results of the measurement is

done with three types of liquids, namely leachate, aquades and mixed of leachate and

aquades. The liquids was conducted in viscosity test with results of viscosity (ρ) in

(poise). The value of viscosity of Aquades = 1.003 x10-2, leachate = 3,2x10-2 and

mixed aquades and leachate = 2,1x10-2. Hydraulic conductivity model results shown

in figure 10.


Figure 10: Relationship Of Air Pressure and Volume of Water with 3 types of

liquids (leachate, aquades and mixed of leachate and aquades)

Figure 11: Measured Of Hydraulic Conductivity Model Of Soils with Water

Density

Model of soil hydraulic conductivity of mix soils-fiber-fly ash show that a linear

relationship between the viscosity of the soil with soil conductivity value, where the

relation of it is R2 = 0.925. This illustrates that the more viscous the soils will have

an impact on the increase of soil hydraulic conductivity. Where the opportunity fluid

with high viscosity will be more difficult to pass through the soils mass. mathematical

equation relationship with viscosity hydraulic conductivity of leachate namely:

𝑦 = −6𝐸−06𝑥 + 3𝐸−7

The equation model of the relationship of viscosity and hydraulic conductivity for the

soil samples that namely silty sand with have a fraction of clay stabilazed by 10%

of fly ash and 1% of palm oil fiber.

0

50

100

150

200

250

0 20 40 60

Air

Pre

ssu

re (

kPa)

Water Volume (ml)

Aquades

Leachte

Aquades +Leachate

2.1.E-07

1.1E-078.0E-08

y = -6E-06x + 3E-07R² = 0.9259

-1.0.E-07

4.2.E-21

1.0.E-07

2.0.E-07

3.0.E-07

4.0.E-07

5.0.E-07

0.005 0.01 0.015 0.02 0.025 0.03 0.035Hyd

rau

lic C

on

du

ctiv

ity

(cm

/s)

Water Density (poise = gr.cm-1.s-1)


CONCLUSION Based on the results presented above, it can be concluded as follows:

As results of X-Ray diffraction for soils interaction with 1% fiber and 10% fly

ash show the fly ash hydration process in a mixture of soil and fly ash that

produce new compound of calcium silica hydrate (CSH) about 33,7%. Where

the CSH covers around granular soil with a slow time so that the soil becomes

solid and hard. Soil fly ash reinforced fibers can improve strength, resist of

crack intensity factor, resit of shrinkage and swellying potential, and increases

the resistance of the shear,

The mechanical behavior of soils-fiberl-fly ash on the unconfined compressive

strength test show the rose on value of average above 70% of the initial

value. These results indicate that the combination of soil mix mix-fly ash-

fibers provide the ideal solution to the increase in the compressive strength of

soils. fly ash serves to force a grain of soil due to reaction with water

(cementation) form a solid granules. While the fibers serve to reinforce the

attraction between the fiber and the soil surface for adhesion properties so that

the soil is not easily collapse. Hydraulic conductivity test results that the

addition of fiber demonstrates the potential for an increase in the value of the

conductivity of the soil. While a decline in the value of conductivity at the

addition of fly ash. This is due to the nature of fly ash which has a smoothness

and roughness of high particle so as to fill the voids in the soil and can change

the volume of pores in the soil to be small.

The addition of fiber tend to increase the potential for the swelling of nature

soils. Instead the addition of fly ash tends to degrade the nature of the original

soils swelling. However, the CIF where only occur in three samples from

nine samples have cracks, the cracks are very small in the CIF = ± 1%. This

behavior shows that soil-fiber has a great ability to withstand tensile strength

fiber soil interface, so that cracking and shrinkage that occurs is very small.

While fly ash can reduce the potential for cracking due to fly ash particle size

is smaller and has the high level of roughness, thereby potentially fill voids

left by the water due to soil drying.

Model of hydraulic conductivity soils with air pressure shows that the effect

of viscosity of water (ρ) that effect the ability of liquid to go through a soil

mass, especially in compacted soil conditions. Model of soil hydraulic

conductivity is showing as a linear relationship between the viscosity of the

soil with soil conductivity value, where the value of R2 = 0.925. This

illustrates that the more viscous of the soils will have an impact on the

increase of the soil hydraulic conductivity.

REFERENCES

[1] Ahmad F, Bateni F, Azmi M. Performance evaluation of silty sand reinforced

with fibers. Geotext Geomembran 2010;28:93


[2] Azadegan O., et all (2012), Laboratory Study on the Swelling, Cracking and

Mechanical Characteristics of the Palm Fiber Reinforced Clay, EJGE Journal,

Vol. 17, Bund. A.

[3] B.R. Phani Kumar, et all., (2004). Effect of Fly Ash on Engineering Properties

of Expansive Soils. ASCE Journal, 130:7

[4] Chao-Sheng Tang, et all, 2012., Desiccation cracking behavior of

polypropylene fiber–reinforced clayey soil., Canadian Geotechnical Journal,

2012, 49(9): 1088-1101, 10.1139/t2012-067

[5] CAI Yi, et all., 2006, Experimental study on engineering properties of fibre-

lime treated soils, Chinese Journal of Geotechnical Engineering., Vol.28

No.10.

[6] Erdem O. Tastan, et all., 2011., Stabilization of Organic Soils with Fly Ash,

journal of American Society of Civil Engineers.

[7] Fauziah Ahmad*, Farshid Bateni, Mastura Azmi, (2010), Performance

evaluation of silty sand reinforced with fibres, Geotextiles and Geomembranes

journal 28. 93–99.

[8] Freitage DR. Soil randomly reinforced with _bers. J Geotech Eng-ASCE

1986; 112: 823{826.

[9] Harianto, T., Hayashi, S., Du, Y.J., and Suetsugu, D. (2007). Studies on

compacted soil with fiber reinforcement as a landfill cover system.

Proceedings of the 22ndInternational Conference on Solid Waste Technology

and Management, Philadelphia,USA, pp. 1000-1009.

[10] Hong, Zhenshun,Tateishi, Yoshitaka Han, Jie. 2006, Experimental Study of

Macro- and Microbehavior of Natural Diatomite., journal of Geotechnical and

Geoenvironmental Engineering, Vol 132.

[11] Kitta, I.,Manjang, S.,Tjaronge, W.,Irmawaty, R., 2016., Effect of coal fly ash

filler in silicone rubber and epoxy resin as insulating material in wet

environmental conditions., International Journal of Mechanical and

Mechatronics Engineering

[12] Maher, M. H. and Ho, Y. C. (1994). Mechanical properties of kaolinite fiber

soil composite. Journal of Geotechnical Engineering, 120(8), 1381-1393.

[13] Mercer, F.B, Andrawes, K.Z, McGown, A., and hytiris, N., 1984., A New

Method of Soil Stabilization, proc,Sym.Polymer Grid Reinfor cement,Thomas

Telford Ltd., London.

[14] Miller, C. J. and Rifai, S. (2004). Fiber reinforcement for waste containment

soil liners. Journal of Environmental Engineering ASCE, 8, 891-895.

[15] Nurdin S., Samang L., Patanduk J. , Harianto T., 2016., Performance of Soft

Soil Stabilized by Fly Ash with Natural Fiber Reinforcement as Landfill

Cover Layer., International Journal of Innovative Research in Advanced

Engineering (IJIRAE). issue 12, Volume 3 (December 2016).

[16] Nurdin Sukiman, 2010., Pengaruh Siklus Pengeringan dan Pembasahan terhadap Kuat Geser dan Volume Tanah ., Jurnal MEKTEK TAHUN XII NO. 1, Hal 8-20.

[17] P. V. Sivapullaiah, et all, (2004), Properties of Fly Ash as Hydraulic Barrier., Soil & Sediment Contamination, 13:391–406, 2004


[18] Rao, G.V,et all, (2000), Strength Characteristic of Sand Reinforced with Coir

Fibres and Coir Geotextiles, Journal of Geotechnical Engineering.

[19] TANG Chaosheng, et all., 2011., microstructural study on interfacial

interactions between fiber reinforcement and soil., Journal of Engineering

Geology, 1004－9665/19( 4) -0610-05,China.

[20] USEPA (1999a). U.S. methane emission 1990-2020: inventories, projections,

and opportunities for reductions. Office of Air and Radiation, Washington,

D.C.

[21] Yusuf, H.,Pallu, M.S.,Samang, L.,Tjaronge, M.W., 2012., Improvement

strength influence of sediment dredging the River Jeneberang with cement

stabilization as an alternative building materials., Journal of Engineering and

Applied Sciences.

[22] Zalipah Jamellodin, et all., 2010., The Effect Of Oil Palm Fibre On Strength

Behaviour Of Soil., Procedings of the 3r SANREM, Malaysia.


Date post:	21-Jan-2017
Category:	Documents
Upload:	doandang
View:	216 times
Download:	0 times

Soft Soil Behaviour Stabilized by Fly Ash with Natural Fiber ...

Documents